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HomeMy WebLinkAbout9004 170th Street NE_BLD1601_2026 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development O' City of Arlington- 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: Plat: 9004 170th Street NE Gregory Park Lot 63 . 41 Single-family ❑ Duplex ❑i Townhouse 01 Addition 0 Accessory structure Proposed Area: 1 st Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): Application for single family residence to be located at 9004 170th Street, cross street is 91st Ave NE. Valuation: ?7s�• Owner: LGI Homes - Washington LLC Address: 9028 168th St NE City: Arlington State:WA Zip Code:98223 _ _ Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Applicant: Address: 9028 168th St NE City:Arlington State: WA Zip Code:98223 Phone: (425) 785-0797 Email:Matt.adams@lgihomes.com Contractor: Address: 9028 168th St NE City:Arlington State:WA Zip Code:98223 Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/03/2019 PINW1 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION �r Department of Community& Economic Development O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 6i Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1 f� Shower(2.0) x 1 CAI Lavatory (1.0) x 5 f7l Clothes Washer(4.0) x Water Closet(2.5) x 3 1; Dishwasher(1.5) x 1 QI Water Heater x 1 Q Hose Bibb (2.5) x 2 Water Heater Model # Other (list) x 1 AO Smith HPTU-50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �l1, ,`Oy City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 101 Furnace (80+) Model # Bryant 9155A30040514 AFUE 95% 0 Heat Pump Model# SEER HSPE 0' AC Unit Model# SEER ❑' Type II Hood 0, Commercial Cooking Appliance Hydronic Piping 0 Boiler Q Solid-Fuel Appliance 0 PV System 01 Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank 1141 Freestanding Stove Gas Piping Di Other Gas Piping Information Not Applicable: �7! Black steel Pipe Material: Pipe Size: 1 Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 5 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: ' 9` Print Applicants Name: �d �j,�� 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9004 170th Street NE Permit#:1601 Parcel#:01166900006300 Valuation:303353.10 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address:11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: V-13 DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TA N TIC ales tax relating to construction and construction materials in the City of Ar n o reported on your sales tax return form ' and code 2&L .ZDi'l ig ure Print Name Date L400�'- VellKsid By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 8/31/2017 Building Permit Fee $3,029.00 8/31/2017 Building Plan Review Fee $1,968.85 8/31/2017 Furnace $25.00 8/31/2017 Gas Outlets Base Fee 1 to 5 $10.00 8/31/2017 Mechanical Fee(Enter Fixture Fee) $25.00 8/31/2017 Mechanical Permit Base Fee $25.00 8/31/2017 Park-Community SF $1,662.00 8/31/2017 Plumbing Permit Base Fee $25.00 8/31/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00 8/31/2017 Processing/Technology Fee $25.00 8/31/2017 State Building Code Surcharge Fee $4.50 8/31/2017 Traffic Mitigation-City $3,355.00 8/31/2017 Water Heater $25.00 Total Due: $10,371.35 Total Payment: $10,371.35 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 - When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon e J I SETBACKS NOTES.• I fRGWr 20' ,BUILDING DMIEN-LOWS ARE 70 90E 5' FAX OF F0110A776N REAR 5' ,MADING SYIOMN AS DIE M a �, • • ACRIAL LWAMW mAr VARY d ° d d •SLLI°E DRRVEWAY 70 PtWC ROAD •.%r fDVGE TO BE INSTALLED P& • d°° a e d a7Y OF ARLINGT 9 STANDARD •.A'L r FDVGLe, 70 BE INSTALLED ON QPAOIBVr RVIE OF BUILDING 170T ST. E sccwPacncw EH7RANGE 70 BE INSTALLED PER a7Y OF 4+00 ARVNOW9 STANDARDS 8'-VW STORM NO TES.- •7EX INSTALLED PROR 70 SMW aEUVOUr. C6WS7RUCncW LIGWNECT ROOT AND A�NER •BARE SOILS COVERED W7H kUtQV FODANG GYPNNS CGWNEC DR AN07ND?APPROVED aVP , v y •7O1RSOd PERM500E 611/P 13c 1,7 (Err 12 DBD7H) ° 4500 ° -T-TT a ,ALL GW97E RUNGIrF CaVW7ED TO ° PR/VA7E STOYPl/STUB WA7D? N 9 20W9"W •97F RAU BE STABILIZED PRIOR ,Rye s - — - - 70 SVILUNG PE77DVT BEING 20''m 26' RNAL120 ° 8 SITENOTES.- 4T1 •nQ'11UNE fWANG DRNNS AND — — — I 471 9 Y how DRAINS 70 PE77UANEHr — S7i14V DRAINAGE SaMV POP 1 U V1YC I 11.010$ r 5'PR/�A1E APPROVED PLAT DRAINAGE PLAN O1'PA/ ON FILE W7H ME L1AUN7Y. Emma 010 5' ST I £ASE iNr •AREA ac'D4S7URBAN6T INCLUDES TOP 460.0 I ENnRE LOT. 3.1 TOE 456.9 I GARAGE BUILDING I i LEGEND. aYIR/N£ $� I o- MOW GEF ® NN7&MEU 4( FRRE HYDRANT LOT 63 g °�' o f NR YAC = PR6i°OSED RESIDENCE" = I 013 CATal BASIN J.1 TOP 460.0 PALI� 2514 GARAX LEFT I'ROOF OVE WMG O aEANOPIr TOE 456.9 1,5 8 SF fDV1%0 CON7OIUR O AIANHGYf I 5' S V�ll (�) ® BLGILr( WALL 10' WALL/bRA/N,! I ` %� 717E£REMOVAL EASEMENT PA770 12 Sim Received 5'B�L yA�UUG 0 9 2017 31 TOP� VID 60."0 - � - - - — - SICALE I =20 Y/I� �TOE 456.945.00 ' - - N8920'49"W LOT 63 PROWTY r - - - - -�-- --1 r- - (17,) I i )MS)WVG COW701IR--, I I SITE PLAN I I GREGOR Y RARK LGI HOMES PLAN NO. PALIX-2514 LOT AREA = 4,J20 9" DATE 712712017 PARCEL # LOT 8j HOUSE= 1,588 SF I471 I NE 29Hr Place.N 101 DRIVEWAY= 471 Sr 8.Il—,W..hi.gf-98007 DESIGNED CORE ADDRESS 90104 1707H Sr 425.885.7977 Fax 425 885.7963 WALKWAY/PA770 = 12 SF PROJECT NUMBER TOTAL= 2,071 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 f4A BUILDING INSPECTION REPORT — Residential Final Permit No. BLD1601 Address: 9004 170th Street NE Contractor: LGI Owner: LGI Date: 1/17/2018 APPROVAL ❑ PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: ❑ ACCESS: PLUMBING: Cl MECHANICAL: ]� SMOKE DETECTION: L7 CO DETECTION: 19 LIFE SAFETY: 0 DECKS: ❑ HANDRAILS: PLANTINGS: ] WATER: CJ SEWER: 19 LIGHTING: ❑ FINAL ELECTRICAL: ja BLOWER DOOR/DUCT CERT: INSULATION CERT: ,�11 Date: 1/17/2018 Inspector: QXYtt� t � '�� CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 42 PHONE; (360)403-3551 BUILDING_ PERMIT Address:9004 170th Street NE Permit#:1601 Parcel#:01166900006300 Valuation:303353.10 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TA 'N TI .E: ales tax relating to construction and construction materials in the City of Ar n o reported on your sales tax return form and code y f Ar in on# 01. ig turc Print Name Date L4//4- WelKscd By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 8/31/2017 Building Permit Fee $3,029.00 8/31/2017 Building Plan Review Fee $1,968.85 8/31/2017 Furnace $25.00 8/31/2017 Gas Outlets Base Fee 1 to 5 $10.00 8/31/2017 Mechanical Fee(Enter Fixture Fee) $25.00 8/31/2017 Mechanical Permit Base Fee $25.00 8/31/2017 Park-Community SF $1,662.00 8/31/2017 Plumbing Permit Base Fee $25.00 8/31/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00 8/31/2017 Processing/Technology Fee $25.00 8/31/2017 State Building Code Surcharge Fee $4.50 8/31/2017 Traffic Mitigation-City $3,355.00 8/31/2017 Water Heater $25.00 Total Due: $10,371.35 Total Pavmcni: $10,371.35 Balance Duc: S0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number.Type of Inspection being requested,and whether you prefer morning;or afternoon 4 • f ' Permit Information Date 8/14/2017 Permit Number 1601 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 9028 168th Street NE City,State,Zip Arlington,WA 98223 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 9004 170th Street NE Valuation 303353.10 Status Applied Permit Issued Permit Expires Square Feet 2894 Type of Construction/Occupancy Load V-B Number of Stories 2894 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#:01166900006300 LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 9004 170th Street NE THE WOODLANDS,TX 77380 Contractors Contractor Name Primary Phone Email Contractor Type License License# Contact ILGI Homes-Washington,Jake Jabusch 0588 3- ake.jabusch@lgihomes.co CONTRACTOR Indus and LGIHOHL857M LLC �588 Industries Review Date Type Description I Target Date Completed Date Assigned To Status 8/15/2017 Residential Dwelling 8/22/2017 1�,my Rusko 111n Review �S/15/2017 Residential Dwelling 8/22/20 lRick Karns 11in Review Fees Fee Description Notes Amount Building Plan Review Feel 345.83.00.01 1 $1,968.8: Total E.968.85� Notes Uate Note 8/15/2017 L.ot 63-Palix Uploaded Files �, Upload File Date File Uploaded B 8/15/2017 3:54:19 PM 1601 Application.odt Foster,Kristin 8/15/2017 3:54:19 PM 1601 Site Ramp& Foster,Kristin �( 8/15/2017 LGI HOMES-WASHINGTON LLC Search L&I " Washington State Department of Labor & Industries LGI HOMES-WASHINGTON LLC Owner or tradesperson 11410 NE 124 St Ste 103 LGI HOME GROUP LLC KIRKLAND,WA 98034 Principals 206-445-5326 KING County LGI HOME GROUP LLC,PARTNER/MEMBER LIPAR,ERIC THOMAS,MANAGER RSC CORPORATION,AGENT WA UBI No. Business type 603 508 001 Limited Liability Company License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. LGIHOHL857MB Effective—expiration 07/02/2015—07/02/2019 Bond International Fidelity Ins Co $12,000.00 Bond account no. 0657415 Received by L&I Effective date 07/02/2015 06/08/2015 Expiration date Until Canceled Insurance AMTRUST INTERNATIONAL UNDERWRI $5,000,000.00 Policy no. PAL127181500 Received by L&I Effective date 12/15/2016 12/01/2016 Expiration date 12/01/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts https://secure.Ini.wa.gov/verify/Detaii.aspx?UBI=603508001&LIC=LGIHOHL857MB&SAW= 1/2 8/15/2017 LGI HOMES-WASHINGTON LLC No LSI tax debts are recorded for this contract ense during the previous 6 year period,but some d may be recorded by other agencies. License Violations Infraction no. ESCAH00464 Satisfied Issue date RCW/WAC 02/17/2017 WAC 296-46B-990 Violation city Violation amount KIRKLAND $500.00 Type of violation ELECTRICAL CITATION Description Serious non-compliance-Serious Violation (i.e.Installing a shortened rod/pipe grounding electrode,improper splicing of conductors in conduits/raceways or concealed within walls or installing a fake equipment grounding conductor or other non conforming installation.) Infraction no. NDALS00763 Satisfied Issue date RCW/WAC 12/16/2016 18.27.200(1)(b)RCW Violation city Violation amount KIRKLAND $500.00 Type of violation CONSTRUCTION INFRACTION Description Advertising,offering to do work,submitting a bid or performing work when the contractors registration is suspended or revoked. Workers' comp No active workers'comp accounts during the previous 6 year period. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Washington State Dept,of Labor&Industries.Use of this site is subject to the laws of the state of Washington. https://secure.ini.wa.gov/verify/Detail.aspx?UBI=60350800l&LIC=LGIHOHL857MB&SAW= 2/2 RESIDENTIAL PERMIT APPLICATION ' Department of Community & Economic Development ��lfN O City of Arlington- 18204 59th Ave NE -Arlington,WA 98223 - Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 9004 170th Street NE Plat: Gregory Park Lot 63 _ W1 Single-family ❑i Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1 s' Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): Application for single family residence to be located at 9004 170th Street, cross street is 91st Ave NE. Valuation: , ?.2& UD owner: LGI Homes - Washington LLC Address: 9028 168th St NE City: Arlington State:WA Zip Code:98223 Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Applicant: Address: 9028 168th St NE City:Arlington State: WA Zip Code:98223 Phone: (425) 785-0797 Email:Matt.adams@lgihomes.com Contractor: Address: 9028 168th St NE City:Arlington State:WA Zip Code:98223 Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/03/2019 Received AUG 0 9 2017 NNW 6/16LP Page 1 of 3 - -- ----- - ' . , ,- �'� ,��^ ~ ' , ' ' ' , .� �.� /`��^'�: x RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development y�' ® City of Arlington • 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1 Shower (2.0) x 1 Lavatory (1.0) x 5 ❑' Clothes Washer (4.0) x Water Closet(2.5) x 3 �j Dishwasher(1.5) x 1 Ili Water Heater x 1 C Hose Bibb (2.5) x 2 Water Heater Model # Other (list) x 1 AO Smith HPTU-50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6(16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION 'Y l Department of Community & Economic Development O' City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: � Bryant9155A30040514 95%? Furnace (80+) Model# AFUE �1 Heat Pump Model# SEER HSPE ❑+ AC Unit Model # SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑' Hydronic Piping Boiler ❑ Solid-Fuel Appliance PV System 011 Fireplace Insert Di Outdoor BBQ Storage Tank 10� Freestanding Stove Q' Gas Piping Q Other Gas Piping Information Not Applicable: ❑ Black steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: 6116LP Page 3 of 3 SETBACKS NOTES.• fROWT 20' °BUILDING DIMDVffl NS AR£ 7O SDE 5' FA6r OF FOUNDAIJON — — REAR 5' •MADING 9 VONW AS DE96W a .° • a - n - 4 - ACTUAL LOCAl1OW MAY VARY c , ° G •SXWE DRI"AY 70 PUBLIC ROAD •SILT FEW 70 BE INSTALLED M C7Y OF ARLINGA W S STANDARD If •M T fENGE 70 BE INSTALLED ON MADYENT SJ'OE ac BUILDING 170T ST, AT PARM •M M077cW EMANOF 7O BE ! INSTALLED PER aTY OF 4f00 _ ARUN07W9 STANDARDS 8 STORM NOTES.• STOYPA/OYEwaIr. '7ESC INSTALLED PRIOR 7O 61GWNECT ROar AND SE'NER / CaVSTRUC7IGW fW77NO DRAINS CaVNEC •BAR£SMS G10WRED MITI MULQV GR ANOTHER AAWOWD W •7OPSOIL PER MY BMP 7513 - i (&T 12'DEP7H) a ° ° 4500 a 'ALL ON,97E RUNOFF CONNEVED TO �p n � PyRIYA7E SA5RV�S711BP �p,/�p WA/GR N 20', 9 nW 1 ,27F MALL BE J rAO/VZD f%�/1IIf SnPNGl� ° J - 70 BUILDING PD?MlT BEING 20'BS YL ° ` 26' FINALIZED 4 . g SITENOTES.- - 471 ° L J AGi'IIUNE fDOANG DRNNS AND lilt FWA y— RXF DRAINS TO PE7'PA/ANEW !0'PUBLIC 11.00 g r— — — — — - S70➢PA/DRAINAGE SYS7E�l PER 5'PALATE APPR00 PLAT DRAINAGE PLAN EAzvDvT I 2A00 5 I sra?/ ON FILE NIGH 1HE COUNTY. EASEII mr 'AREA OF DIS7URBW67 INGMUDES TOP 460.0 EWAR£LOT. 3.1 TOE 456.9 I g GARAGE' - I LEGEND.• BUILDING o- W ff. OU17INE W I I • BLOW G1�F 8 0 I ® WATER MIE7E]P �L OT 63 g � o j « ��NmRANr = .� AIR VAC PRW-'Q!"D RESIDENCE = I 013 CAAX BAMN TOP 460.0 PAU-2514 GARAGE LEFT — l'R00F OWMANG 31 O LYEANOUT TOE 456.9 + 5' �� '� I flNIS1/ED CLW1rX/R 5, \ MR.) MANHOLE ® &OW WALL EASWDVr I I •�. ♦ � WE REalOYAL PA1/0 12 Sf I I Received f-5'5',\ i I AUG 0 9 2017 - — TnP�60. L I— — — — — Sr,ALE =20' �v-"VD 1 3'1 TOE 456.9 45.00 i - - N8920'49'W LOT 63 (>W.) I I �G COWTtx/R� I I SITE PLAN (npI I GREGOR Y PARK LGI HOMES PLAN NO. PALIX-2514 LOT AREA = 4,320 Sr PARCEL NOUSF PATE 712712017= 1,588 SF # LOT 83 I471 1 NE 291h Plvre,11101 DRIbEWAY= 471 SF 0,11—ue,W,,hingln 98007 DESIGNED CORE ADDRESS 9004 1707H ST. 425 865.7B77 Fax 425.BH5.796J WALKWAy/PA7/0 = 12 SF ��DESIGN DRAWN CAF PROJECT NUMBER TOTAL= 2,071 SF ENGINEERING • PLANNING • SURVEYING 13024L-GRG00 � � �i ., I i 4 Y NASH &ASSOCIATES ARC 14I 'I ECTS PLAN 2514 BEAM, LATERAL & SEISMIC CALCULATIONS GAR .0.MAS NASH STATE OF WASHINGTON z.., .r ,u..•�,� Received AUG 0 9 2017 No 101 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH-ARCHITECTS.COM • \e ' 1 a• _�1t•1 NASH°ASSoCI CLIENT ATEs BEAM DESIGN DATA PROJECT: ARC IIITI?CTS DATE: NAME: Roof Loads: LL 25#/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50 #/sf Deck Loads: LL 60#/sf DL 10 #/sf Total 70#/sf Soil. 1500 PSF Min. Concrete: Per IBC 15 Masonry. Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600.000 8" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF*K1) E = 1,000,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWN NASH—ARCEMCTS.COM a PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditiong NDS 2015 Min Bearing Area R1=3.4 in2 R2=3.4 inz (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650'# Max V(Reduced) 1466# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 49.91 32.38 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb(psi_ Fv(psi) E(psi x mil FC (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:525 Uniform TL: 840 =A Uniform Load A R1 =2120 R2=2120 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-2 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft 1 Conditions NDS 2015 Min Bearing Area R1=3.4 in' R2=3.4 in (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650'# Max V(Reduced) 1466# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 49.91 32.38 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb (psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adiusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:525 Uniform TL: 840 =A Uniform Load A R1 =2120 R2=2120 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 6eamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 Selection 3-11Bx 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=6.6 in2 R2=6.6 in (1.5)DL Defl= 0.06 in Recom Camber-0.10 in Data Beam Span 6.0 ft Reaction 1 LL 2775# Reaction 2 LL 2775# Beam Wt per ft 6.83# Reaction 1 TL 4281 # Reaction 2 TL 4281 # Bm Wt Included 41 # Maximum V 4281 # Max Moment 6421 '# Max V(Reduced) 3210# TL Max Defl L/240 TL Actual Defl L/504 LL Max Defl L/360 LL Actual Defl L/914 Attributes Section(in') Shear(in') TL Defl(ing LL Defl Actual 42.19 28.13 0.14 0.08 Critical 32.10 20.06 0.30 0.20 Status OK OK OK OK Ratio 76% 71% 48% 39% Fb(psi) Fv(psi) (psi x mil Fc I (psi) Value s Reference Values 2400 240 1.8 650 Adiusted Values 2400 _24.0_ 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:925 Uniform TL: 1420 =A Uniform Load A Z 0 R1 =4281 R2=4281 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v201 6 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/24/16 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.6 inz R2=2.6 in (1.5)DL Defl= 0,02 in Recom Cambe-0.03 in Data Beam Span 5.0 ft Reaction 1 LL 2423# Reaction 2 LL 1215# Beam Wt per ft 6.83# Reaction 1 TL 3666# Reaction 2 TL 1658# Bm Wt Included 34# Maximum V 3666# Max Moment 3013'# Max V(Reduced) 2633# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear(in') TL De fl(in) LL DO Actual 42.19 28.13 0.05 0.03 Critical 15.07 16.46 0.25 0.17 Status OK OK OK OK Ratio 36% 59% 19% 17% _ Fb (psi) Fv(psi) E(psi x mil) Fr-I (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 1.0 885 H= 1370 0 1.0 360 1=450 1.0 5.0 I � C_=H= Pt loadsZk R1 =3666 R2= 1658 SPAN= 5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 10/24/16 Selection 5-1/Bx 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=17.6 in2R2= 13.9 in' (1.5)DL Defl= 0.19 in Recom Cambe-0.28 in Data Beam Span 16.0 ft Reaction 1 LL 7544# Reaction 2 LL 6185# Beam Wt per ft 24.28# Reaction 1 TL 11440# Reaction 2 TL 9053# Bm Wt Included 389# Maximum V 11440# Max Moment 46400'# Max V(Reduced) 9093# TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Defl L/769 Attributes Section(in') Shear(in 2) TL Defl(in) LL Defl Actual 324.80 99.94 0.44 0.25 Critical 237.01 56.83 0.80 0.53 Status OK OK OK OK Ratio 73% 57% 55% 47% Fb(psi Fv(psi) E(psi x mil Fc I psi Values Reference Values 2400 240 1.8 650 Adiusted Values 2349 240 1.8 650 Adiustments Cv Volume 0.979 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 2.5 925 H= 1420 0 2.5 1313 C=2120 7.5 400 1=500 2.5 7.5 1838 D=2964 10.0 925 K= 1420 7.5 10.0 440 L=550 10.0 16.0 L L _I J H Pt loads: B C OD R1 = 11440 R2=9053 SPAN= 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CUENT.. _ L NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT: ARC IIITE(:'I'S PER 2015 IBG DATE: NAME: WIND DESIGN CRITERIA DESIGN PER A5GE 1-10 I. NOMINALA LTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. R15K CATE60RY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND GLADDIN6 DES16N PRESSURE +/- 16 psf BUILDIN65,STRUCTURES,AND PARTS THEREOF SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH 5TREN&TH DE5I15N,LOAD,AND RESISTANCE FAGTOR DESIGN, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DE516N OR CONVENTIONAL GON5TRUGTION METHOD5, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN65,5TRllGTURE5, AND PART5 THEREOF,SHALL BE DE516NED TO WITHSTAND WIND LOAD5 A5 DEFINED IN SECTION I60q AND ASGE 7-10 51MPLIFIED METHOD TO BE U5ED FOR WIND DESIGN PER A5GE-7-10,5EGTION 2l5 (BUILDING HE16HT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND 5PEED USE Iq.6 PSF PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306.STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRA&M5 TO RESIST WIND, 5E15MIG, AND ALL OTHER LATERAL LOADS SHALL BE DE-516NED AND CONSTRUCTED IN AGGORDANGE WITH AF d PA 5DPW5 AND PROV15ION5 OF SECTIONS 2505-2306 5E15MIG DE516N DATA DESIGN PER A5GE 7-1015EGTION 1615 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 *see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.148 '05ee footnote at bottom of page 4.SITE GLASS D(default class per IBG) 5.5PEGTRAL RESPONSE COEFFICENT 5os OA72 'see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICENT Sw 0.746 *see footnote at bottom of page 7- SEISMIC, DESIGN CATEGORY D D.5EI5MIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DE516N BASE 5HEAR (see selsmic calculations) 10. SEI5MIG RESPONSE COEFFICIENT CS 0.15 11. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORCE 15. RISK CATEGORY 11 THE ANUiORA6E OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH A54,E 7-10,SECTION 12.112 IN STRUCTURES AS516NED TO SEISMIC DE516N GATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10,SECTION 12.10.2.1 BASE SHEAR V= (F SvS/R)W ANCHOR BOLTS, 5/8" DIA X 101,A30-1 OR BETTER W/l" MIN. EMBEDMENT.V= 1104*/BOLT " PER USGS,THE MAXIMUM 51 IN THE STATE OF WASHIN6TON 15 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE 5A5ED UPON THIS NUMBER SINGE 51 IS LE55 THAN 0.-5,THEN USE SEISMIC CATEGORY D IF R15K GATE60RY 15 1, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM la„ a , , E E , ❑ 0 ❑ 0 Tri- ❑ ❑❑ ❑ D ❑ ❑o ❑❑❑ r'" a V a, V) a r 1 I I 1 I 1 I I 1 I I I I I 1 I I I 1 I cn � � N � � k �v N t ct V Q k N N O �v 9 -�d �s M 7 Jr-L rcl-� v 1. o LATERAL CALCULATIONS CLIENT: NASH t ASSOCIATES PROJECT: WIND WORKSHEET - ARCHITE?CTS DATE: b5 MPHA10 MPH= NOMINALNLTIMATE WIND SPEED NAME: 19 b P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE � c/P /7� sXgk(llrG � 30 -7 37 3 141P U' .'1qx q, 314 30 �:z . 3 3D I m 13Ur �Z� xgxra�� W&I z�� 6 /� � �l 6 P�G (j 7, rx� � 14( 6) � 30 2 7 Z41l tr�,prk-tixrg,( f3o� 7 Y3 (06 KIKI q(6 4- 3q 3 13 /vq �Zoka �� y�b � + z� �r � C Z/ZX 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM - CLIENT: ASSOCIATES SEISMIC ANALYSIS PROJECT_ It_HlTL[ SATE: NAM,- 1 Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25 N/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 N/ft 1/2" Plywood - 1.50 #/ft Trusses Q 24" o.c. - 1.76 #/ft Trusses ® 24" o.c. - 1.75 N/ft Trusses ® 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling 2.00 M/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90 /ft Total 17.90#/ft Use 10.00#/ft Use 10.00 /ft Use 18.00#/ft 1st & 2nd Floor Assembly: Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4 T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft 2x10 ® 16" o.c. - 2.30#/ft 2x10 9 16" o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly. Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 ® 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 #/ft Use 8.00#/ft 1/2" GWB - 200#/ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM CLIENT: NASH•ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME: 2 SEISMIC: V = (C-) (WO (Plywood) 2nd Level Roof: (Asphalt / Cedar Shake) 10#/ft X .50 5 ' sf — SOS or (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) /&I X/0 k y -Q -(E2) Interior Walls: L x 8#/sf x 1/2 (h) / �Ok g k cif 5-4y p (I TOTAL = j&q?o 1st Level: Roof: (1st Floor Roof) 10#/ft X sf = 2nd Floor. 10#/ft X /K�—sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 13770 (El) Interior Walls: (I 0 + L x 8#/sf x 1/2 (h) 54c 0 - V0K10 )e , $ 3Zp (I1) � TOTAL: = � b_ �0 3 cl O \ Basement: lat Floor. 10#/ft X sf Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL• 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWII.NASH—ARCHITECTS.COM CLIENT: NASH&ASSOQATES SEISMIC ANALYSIS PROJECT: _ ARCHITI,C i'ti DATE: NAME: 3 BASE SHEAR: 5A5E SHEAR V= (P S., R) W LEVEL 2: Wdl 1!60 / # x 0.149 = `W1 0 V LEVEL 1: Wdl 3W l # x 0.149 = TOTAL• Wd1 & 31 '/ # x 0.149 = �� y 2 (V) Dead Load He' ht Moment Shear ® Stor Level Fx = [(Wdl)(h)TV Remarks (Wdl) (h� (Wdl)(h) (Wdl)(h) z gKB, Z S 37 36y 3�KCq- yZ ) i - q 0, Z. �f(o� Total 6 31 (/�1�� z 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM C I NASH•ASSOCIATES CLIENT- A R I:I 1 1, 1;I T S SEISMIC ANALYSIS PROJECT. DATE: NAME: 4 cr oAp" � � ► �, Sx C7 0�0 NN S N � M E- - - — x w o0 x _ � A M p a � M x�w n a i c`- E. tom, N h N 3' Its— o o c N t`' tv ^I ti ti N N N N N -- 8003 118th AVE NE Kirkland, RA 98033 (425) 828-4117 WWW�_.H-ARCHITECTS.CQM NAJ SSO H:ACIATES CLIENT:-- -- SEISMIC ANALYSIS PROJECT`. ARCHITE.,CI'S DATE: NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vacestory)/Ab 1/2 (-/-z jc l k Z 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) Z � �lg3C 3Q,- L) o�L w(/VV I/#rw1 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW NASH—ARCHITECTS.COM a =r ti 40.00.00 i Cl r V Q� O C H ^ YA �j C) 3 0 c 'r 6-00-00 40-00-00 i i I Y� �A yy .. rya�1► yC"�nY� II t"yy��� x y7°gooy� >��zz� z gReceived Aug 0 9 2017 V219110M �^ On CettperelDnlpwN oaRly LGI HOMES )ob Number Shaet Tltle u �&AC IJAO AYean+NEIEeNeq WA I g101 lob Name/Model 2514-A RF GL Olbpe2M370A peslpner DAN F TRUSS LAYOUT M Vn4avaiittllRr�MOetCsan l - � gddNtl: Do. .12017 -�, .:. ., 'c �r MiTek ® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2514-FL Fax 916/676-1909 LGI HOMES 2514 FL The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R50499425 thru R50499441 My license renewal date for the state of Washington is May 16,2019. �,ti1tR1LC !� WASlt����J�� I �CISTV, Br May 8,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job cuss Truss Type Qty Ply LGI HOMES 2514 FL R50499425 2514-FL Al GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:38 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnR06zlaVJ-tkuC2bgIH9DtMmx7KXJgpbm_l?aQx6H6?VgOLgzlYZB 0*8 Scale=1:30.9 A B C D E F G H I J K v T W X X X X X X 5?VR 73=7zy V U T S R Q P 0 N M L 2-0.0 4-0-0 8-0-0 BA-0 10.0-0 12.0-0 14.0.0 18.Q-0 1&0.0 19-3-0 2r -0.0 �2.0-0 2-0-0 2-" 2-0-0 2-0 0 2 2-0-0 Plate Offsets(X.Y)— [A:Edge,0-0-121.[Wc0-1-8.0-0-121.[X:0-1-8.0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 L n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:62 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals, WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 19-3-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)V,L,U,T,S,R,Q,P,O,N,M FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chard bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �ti9 of WAs� d¢+ 51398 a� O� BGiSTBR� ' SSr�NAL May 8,2017 AWARNING.verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus l4arghts.CA 95610 r Job Truss Truss Type 10ty I Ply LGI HOMES 2514 FL R50499426 2514-FL A2 Floor 9 1 Job Reference o lional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:39 2017 Page 1 ID:migzTLjh7H1 sSQCFVrnR06ziaVJ-LwSaFxrw2TLk_wWKuFgvMolOgPhhgTdFD9axt6zlYZA 0-1-8 H, 2eB °^ Scale=1:31.6 4x8= 3x4= 3x4 = 4x8 = A B C D E F G H I P N M L K 3x6= 4x12 = 3x4 = 4x12 = 3x6 19-%0 19.3.0 Plate Offsets(X,YI— fA:Edge,0.0-121.IF:O-1-8.Ed4el,1M:0.1-8,Ednel.fP:0-1-6.0.0-121.[0:0.1-8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.33 M-N >686 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.49 M-N >470 360 BCLL 0 0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.09 J n/a n/a BCDL 5 0 Code IRC2015/TPI2014 Matrix-R Weight:77 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 0=1045/0-5-6,J=1045/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2894/0,C-D=-2894/0,D-E=-3563/0,E-F=-3563/0,F-G=-2881/0,G-H=-2881/0 BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=0/3563,J-K=0/1714 WEBS B-0=-1951/0,B-N=0/1333,D-N=-695/0,D-M=-262/428,H-J=-1945/0,H-K=0/1325,G-K=-276/2,F-K=-912/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. I;Lp t e wAs '�f� O'io FGIS Ss+jONALG May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 ray.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MR is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus H Job Truss Truss Type City JPly LGI HOMES 2514 FL R50499427 2514-FL A3 Floor 3 1 Job Reference o lional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:40 2017 Page 1 ID:migzTLjh7H 1 sSQCF VrnR06zlaVJ-p60ySHrYpnTbb35 WSyL8u0rF1 p3VPxWOSpJVPYzIYZ9 0-1-8 2.6.0 H� (V"i 1� 1-3-0 0 Scale=1:29.9 4x8 = 3x4= 3x4 = 4x6= 3x4 II 4x8 II A B C D E F G H I J S R P O N M L K 3x6 = 4xB= 3x4= 4x8 = 5X8= 17-6-12 7 A 17-&12 0--B Plate OHsefs(X.Y1— [A:Edoe.0-0-121.[F:0-1.8.Edgel,[J:04AEdoe.[0:0-1-B,Edoel.[R:0.1-8,0.0-121.[S:0-1-8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matnx-R Weight:76 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) J=952/0-1-8,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0 BOT CHORD P-0=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106,F-M=-660/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 srongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. �RKILL 6 W 51398 `� O.% aarsTa4� �SSIONAL��© May 8,2017 WARNING-VerNy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.101031201E BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 C.q 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499426 2514-FL A4 Floor 2 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May OB 13:21:41 2017 Page 1 ID:migzTLjh7H 1 sSQCF VTnRO6zlaVJ-HJaKgdsAa4bSDDgi?gsNRDOQnDPk8OmYhT32y?zlYZ8 0-1-8 6-0 2. - H`r I � 1-3-0� 1 1-3-0 � Scale=1:29.9 4x8= 3x4= 3x4= 4x6= 3x4 II 4x6 I A B C D E F G H I J S 0 R P O N M L K 3x6 = 4x6= 3x4= 4x8= 5x8= 17 17 12 17-C.12 -3 Plate Offsets(X,Y)— [A:Edge,0-0-121,fF:0-1-8.Edoe].IJ:0-3-O,Edgel 10:0-1-B.Edaei.(R:0-1-8.0-0-121,IS:0-1-8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:76 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) J=952/0-2-14,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0 BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106,F-M=-660/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. 1�gRRI1'L 8 0 51398 11� 011, �c�s 11aR� SSrorvAL May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. ot Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TP11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109 Citrus Hei hte CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499429 2514-FL A5 FLOOR 3 1 Job Reference o fional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:42 2017 Page 1 e ID:migzTLjh7H1 sSQCFVTnR06zlaVJ-mV8jtztpLOjJrNFvZNNc_Rwaldjitgzhv7ocURzIYZ7 0-1-8 i 2.6.0 ���7� 0,q,8 H T—"—'� 1� Scale=1:29.0 4x8 = 3x4 = 3x4 = 4x8 = A B C D E F G H I Q q W P N M L K 3x6= 4x8= 3x4 = 48= 3x6 = r 17-9-12 r 17.9-12 Plate Offsets(X.Y)— [A:Edae.0.0-121.[F:0-1-8,Edael.[M:0-1.8.Edael,[P:0-1 8.0.0-121 (0'0-1.8 0.0-121 [R:0-1.8 0-0-121 [S:0-1.8 0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.25 M-N >826 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0.37 M-N >558 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 J n/a n/a BCDL 5.0 Code IRC2015lrP12014 Matrix-R Weight:73 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 0=959/0-5-6,J=959/0-3-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2574/0,C-D=-2574/0,D-E=-2926/0,E-F=-2926/0,F-G=-2547/0,G-H=-2547/0 BOT CHORD N-0=0/1560,M-N=0/3026,L-M=0/2926,K-L=0/2926,J-K=0/1558 WEBS B-0=-1770/0,B-N=0/1152,D-N=-513/0,D-M=-340/251,H-J=-1768/0,H-K=0/1122,F-K=-672/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��L 6 OF WAS/ 0 51398 ADO ��+ISTSR� �4 `rtONAL�� May 8,2017 AWARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability or design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hei hts A 95610 Jab Truss Truss Type Qty, Ply [LGI HOMES 2514 FL R50499430 2514FL A6 GABLE 1 1 Job Reference o tional _ I BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:43 2017 Page 1 ID:migzTLjh7H 1 sSQCFV rnR06ziaVJ-Ehi55JuR6irASXg575urWeTgsOHicM Wr8nY90tzlYZ6 0PB 0PB Scale=1:28.6 A B C D E F G H I J V qX W U W T S R Q P O N M L K 2-0-0 4-Q-0 8-0 0 8•Q-0 10.0.0 12-0-0 140-0 18.0.0 17-9-12 200 200 2-0-0 20-0 200 20-0 2O-0 2-00 1.9-12 Plate Offsets(X,Y)— IA:Edge,O-0-121,tU:a1-8.aa121,[V:0-1-8.tM-12].IW:0.1-8,0.0-121.1X:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 K n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:58 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 17-9-12. (lb)- Max Grav All reactions 250 Ib or less at joint(s)T,K,S,R,Q,P,O,N,M,L FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. WASxl� 7>, cro�� 51398 �rf�, FOISTBR� �' SSrONAL May 8,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall MR building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members ony.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type �Qty Ply LGI HOMES 2514 FL 2514-FL Bt GABLE 1 1 R50499431 Job Reference o lional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:44 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnR06zlaVJ-iuGTlfu3t?zl4hPHhoQ43s0?VQdnLpm_NRHiYJzIYZ5 0*8 Scale=1:33.2 3x6 FP= A B C D E F G H I J K L M AA Z Y x W V U T S R Q P O N 3x6 FP= Q$12r 2 8 t2 4 b 12 8 tl 12 IL8-12 10-8-12 F 124Z12 14$-12 1"42 18.8-12 0 8 12 2-0-0 2 QA 2-0-0 2-0-0 2 0 0 2-0 0 2 0-0 2-" 2-0-0 1.11-12 Plate Offsets(X.Y)— fA:Edne.0-a12j,fAA;0-1-8,0-0.12L fAB:0-1-8,"-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:67 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 20-7-0. (lb)- Max Grav All reactions 250 Ib or Tess at joint(s)Z,N,Y,X,V,U,T,S,R,Q,P,O FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 0"XZ 8 F WAS h� 4 r0•p ,� 51398 Ar �i �GISTBR�Y SSrONALG May 8,2017 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sulk)312,Alexandria,VA 22314. Suite log Citrus Hei his CA 95610 Job Truss Truss Type City, Ply LGI HOMES 2514 FL R50499432 2514-FL B2 Floor 5 1 Job Reference o Lionel BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:45 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-A4prW?vheJ5uir TEVxJb3Y4SgoB4AZ8c51G5mzlYZ4 2-M , 1i 1�i 1^ 0V Scale=1:33.8 48 = 3x6= 3x4= 3x6 FP= 48 = A B C D E F G H I J K T o S = Q P O N 3x10 M 3x6 FP= 3x4= 3x4= 412 = 3x6 = 412 = 20-8.8 20.8.8 Plate OfTsets(X,Y)— [A:Edge,0-0-121,[N:0.1-8.Edge),10:0-1-8.EdgeL[6:0-1.8.0-0-121.MO-1-8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.50 M-N >492 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.09 L n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:89 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-l:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals. BOT CHORD 2x4 HF No.2(flat)"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L-Q:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) L=1125/0-5-6,R=1125/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3190/0,C-D=-3190/0,D-E=-4170/0,E-F=4170/0,F-G=-4170/0,G-H=-3192/0, H-J=-3192/0 BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=0/3952,L-M=0/1868 WEBS J-L=-2120/0,B-R=-2112/0,J-M=0/1502,B-P=0/1508,C-P=-261/0,G-M=-863/0, D-P=-857/0,G-N=-158/586,D-0=-108/612,E-0=-326/38 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)R. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �RWLL 6 04 WASs I .. `�t � 51398 qra �• , FOISTB� SSI�NAL$�G May 8,2017 AwARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall MR' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPll quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit,)312,Alexandria,VA 22314. Suite 109 Citrus Hai hts CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499433 2514-FL B3 Floor 5 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:46 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-eGNDjKwJPdDIJ_YgoDSY8H5EPE8ypcgHglmpdCzl YZ3 i 2-6-01 �i 1 �i 1-84 1 -k-A Scale=1:37.5 48= 3x6 FP= 3x4= 3x6 = 4x12 = 3x4 II 3x4 = A B C D E F G H I J K L V U T S R Q P O N M 3x6= 412 = 3x4= 3x4= 3x6 FP= 4x12 = 402= I 7- 20.7-2 Plate Offsets(X.Y)= (A:Edge,0-0-121.1LO-1-8,Edge1.f0:0-1-8.Ed(tel,(R:0-1-8.Edgel,N:0-1-8.0-0-121 N:0.1.8 a0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.36 P-Q >688 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.48 P-Q >513 360 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.08 N n/a n/a BCDL 5.0 Code IRC2015frPI2014 Matrix-R Weight:99 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.t&Btr(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 HF No.2(flat) except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M-O:2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) T=1087/0-2-10,N=1711/0-5-8 Max Grav T=1104(LC 3),N=1711(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3108/0,C-E=-3108/0,E-F=-4021/0,F-G=-4021/0,G-H=-4021/0,H-1=-2949/0, I-J=-2949/0,J-K=0/555,K-L=0/552 BOT CHORD S-T=0/1823,R-S=0/3828,Q-R=0/4021,P-Q=0/3751,N-13=0/1582 WEBS K-N=-265/0,B-T=-2069/0,B-S=0/1459,C-S=-256/0,J-N=-2165/0,J-P=0/1591, H-P=-944/0,H-Q=-98/668,E-S=-817/0,E-R=-171/569,F-R=-302/71,L-N=-677/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)T. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 49 LOAD CASE(S) Standard J� WA 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `W Uniform Loads(plf) Vert:M-T=-10,A-L=-100 Concentrated Loads(lb) Vert:L=-328 r0¢+ 513984 owe '�sors7l�� �ssrONALE�G May 8,2017 AWARNING.Verrfy design parameters end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suds 312,Alexandria,VA 22314. Suite 1o9 Citrus Heights,CA 9 910 Job Truss Truss Type Oty Ply LGl HOMES 2514 FL R50499434 2514-FL C1 Floor 3 1 Job Reference o tie BMC, EVERETT,WA 982C 3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1 ID:migzTLjh7H 1 sSQCF V rnRO6zl aVJ-6SxcwgxxAwLcx87sMwznhUdUteYpY7UQ3P WN9ezlYZ2 0-1-8 r 1-1-8 ,�I11 2." 0-1�4 011,B1 11-8 . Scale=1:23 3 1.5x4 II 4x6 II 3x4 I 3x4= 1.5x4 I 3x4= 3x4 I 4x6 A B C DE F G H 0 N M L K3x4= J 1 1.5x4 I 4x6= 3x4= 4x6= 1.5x4 II 1 1 -1 0- -e 13.0.4— 0 Plate Offsets(X,Y)— IA:0-3-O,Edgel IH:0-3-0,Edgel.fK:0-1-8.Edge1.1L:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.07 L >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.11 L-M >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.02 H n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matnx-R Weight:59 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=709/0-1-8,H=709/0-1-8 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD A-B=-632/0,B-C=-631/0,C-D=-1709/0,D-E=-1709/0,E-F=-1709/0,F-G=-631/0,G-H=-632/0 BOT CHORD L-M=0/1413,K-L=0/1709,J-K=0/1413 WEBS A-M=0/915,H-J=0/915,F-J=-887/0,C-M=-887/0,F-K=0/416,C-L=0/416 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A,H. 4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ��L e Jti9 O�WASk�� t) 51398 � ASsj�NAL$�G May 8,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Gfeanback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sulto 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type city Ply LGI HOMES 2514 FL R50499435 2514-FL C2 Floor 1 1 Job Reference (optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1 I D:migzTLjh7H 1 sSQCF VTnRO6zlaVJ-6SxcwgxxAwLcx87sMwznhUdTReaZY81Q3PWN9ezlYZ2 0-3-0 1 -Iii i 24W 1-1-6 0. 5 tale=1:15 5 3x6 II 3x4 II 3x4 = 1.5x4 II A B C D 3x4 = E L 1.5x4 = 0 0 1.5x4 = K NA 3x6 VIIJ J I H G F 1-5x4 11 1.5x4 11 1.5x4 11 3x4 = &-14 7-11-14 Plate Offsets(X.Y)— IC:0-1-8,Edge1.ID:0-1-8,Edpel,IJ:EdSte.0.0.121.(K:0.1-8,0-0.121.IL:0-1-8.0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 1n (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 H-1 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.06 H-1 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.01 F n/a n/a BCDL 5.0 Code IRC2015f rPI2014 Matrix-R Weight:37 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=426/0-2-14,F=426/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-383/0,B-C=-383/0,C-D=-601/0 BOT CHORD H-1=0/601,G-H=0/601,F-G=0/601 WEBS B-1=-269/0,A-1=0/555,D-F=-678/0,C-1=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. J19 OF WASt�j_ `7J+ Cep 51398q,`� 0I FOiS7 ERL� ASS�nNAL May 8,2017 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall W1 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,see ANSIrfPl1 quality Criteria,DSB-89 and BCSI Building Component 7777 Groenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Helohis.CA 956 1 Job Truss rFloor pe Qty Ply LGI HOMES 2514 FLR50499436 2514-FL D1 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:48 2017 Page 1 ID:migzTLjh7H1sSQCFVrnRO6zlaVJ-afV 80yZwETSZli2weUODiAeplwnHbyal3Fwh5zlYZ1 0-1-8 1--ern. 2466 1i� 1-3-0 0• Scale-1:25.5 1.5x4 I 1.5x4 = 3x6 I 3x4 II 3x4 = 3x4 II 3x4= 1.5x4 II 3x4 = 1.5x4 = A B C D Q E F G H P qq 'Q W O N M K J3x4 = I 1.5x4 I 3x6 = 3x6 = 1.5x4 I 3x4 = 14-11-12 1 0 imo 8-2.10 Plate Offsets(X,Y)— 1E:0-1-S,Edael,(J:0.1-B.Edoel.fO:0.1-8,0.0-12L IP:0.1-8,0A-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.05 I-J >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.08 I-J >999 360 BCLL 0 0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 1 n/a n/a BCDL 5.0 Code IRC2015(rP12014 Matrix-R Weight:64 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=346/0-1-8,L=818/0-5-8,1=443/0-3-7 Max Grav A=395(LC 8),L=818(LC 1),1=446(LC B) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD A-B=-346/0,B-C=-344/0,E-F=-637/0,F-G=-637/0 BOT CHORD L-M=0/550,K-L=0/637,J-K=0/637,I-J=0/603 WEBS A-M=0/499,D-L=-274/0,C-L=-517/0,G-1=-684/0,E-L=-689/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. �� of WAs�'�f� 0 51398 QIa �•� �'crsraR� �ss1014AL May 8,2017 WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 01, building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Her his CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499437 2514-FL D3 Floor 5 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:50 2017 Page 1 ID:migzTLjh7H 1 sSQCF V rnR06ziaVJ-Xl dkZ!zgSdAocsRI 3 WU17FuNrR51Ts11Nk1 mzzlYZ? 0-1-B HI 2-6-0 1 r 1-0-14 1 1-3-0 1-8-14 04-8 Scale=1:33.4 3x4= 3x4 = 3x4 11 4x6 = 3x4 = 3x6 FP= 3x6= A B C D E F G H I J K X o U S R Q O N M=S 3x4 = 3x6 FP= 3x10= 3x6= 3x10= 3x6 = 55 8 20.5-4 5Sb 1441.14 n Plate Offsets(X.Y)-- (6:Edge,0.0-121,18:0.1.8.Edaej,[C:0-1-8.Ednel,(Ca:0-1-B,Edoe],110:0-1-84dae1,N:0.1-8.0A-121 N:O./-8.04-121,IW:0.1-8,0.0.121.(X:0.1-8 04-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.25 M-N >716 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.32 M-N >561 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.04 L n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:84 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No,2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) L=801/0-5-6,T=258/0-3-6,P=1148/0-3-8 Max Grav L=805(LC 7),T=333(LC 10).P=1148(LC 1) FORCES. (lb)-Max.CompdMax.Ten.-All farces 250(lb)or less except when shown. TOP CHORD B-C=-380/62,E-F=-2057/0,F-G=-2057/0,G-H=-2024/0,H-J=-2024/0 BOT CHORD S-T=-62/380,R-S=-62/380,P-R=-62/380,O-P=0/1228,N-0=0/2057,M-N=0/2057, L-M=0/1269 WEBS B-T=-429/70,C-P=-492/0,E-P=-1483/0,E-0=0/992,F-0=-337/0,J-L=-1440/0, J-M=0/857,H-M=-320/0,G-M=-294/128 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1 5x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. l Le Wns�U�� �0A is ots't1rR SS+fONALB�G May 8,2017 A WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite log Citrus Hslohl'L CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499438 2514-FL D4 GABLE 1 1 Job Reference(opt! BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-?EB6m2 SD9r1QmRdbm2jrKoCeFOGU_UO_1UalPzIYZ_ 0#8 0*8 Scale=1:33.6 3x6 FP= 2x4 I A B C D E F G H I J K L M AC; Z AB Y X W V U T S R Q P O N 3x6 = US FP= 0-5-8 G. 8 2-5.8 4•SS 6S•8 8.5•B 165.8 12-58 t4-5A 18•S8 fb6.8 20.5.4 0--8 2-0-0 T L2 2~0-g 25I10 ' 2-ao 12 2•ao 04.0 Plate Offsets(X.Y)— ,.,[A:Edge.O-0-121.(M;0-1-6.Edaal.(Z:0-1.8,0-0.121.fAA:0-1-8.0-0.121.fAB:0-1-8.40-121.IAC:0-1-8,0-0-12) LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef( L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:67 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 20-2-4. (lb)- Max Grav All reactions 250 lb or less at joint(s)Y,N,X,V,U,T,S,R,Q,P,O FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �RRILL 6 WAs 0 51398 � o� '�orsz aR� �ss�oNAL May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil building design.Bracing indicated is to prevent buckling of indlvidual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt 312,Alexandra,VA 22314. Suite 109 Citrus H'his A Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499439 2514-FL F1 FLOOR GIRDER 1 2 JJob Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May OB 13:21:51 2017 Page 1 ID:migzTLjh7H1sSQCFVrnRO6ziaVJ-?EB6m2 SD9r1QmRdbm2jrKo6PFyhUxRO_1UaIPzIYZ r 2-1 1-3 Scale:V=1' A 4x5 I F B 3x4= C 4x5 I I 3x4= 3x4 = G-1.14 p.3.8 Plate Offsets(X,Y)-- [C:Edge,0-3.8] LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.00 D-E >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0.00 D-E >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 D n/a n/a BCDL 5.0 Code IRC2015lrP12014 Matrix-R Weight:53 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=1529/0-5-8,D=1855/0-11-14 FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-E=-450/0,C-D=-783/0,A-B=-284/0,B-C=-304/0 BOT CHORD D-E=0/2979 WEBS B-E=-2891/0,B-D=-2870/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 raw at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) tivvjL Vert:D-E=-10,A-F=-100,C-F=-527 �v O4 WAS1y,, Concentrated Loads(lb) Vert:F=-1034 v0� R 51398 �S4014AL G May 8,2017 A INARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a Imes system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall No' building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit.312.Alaxandda,VA 22314. Suite 109 Citrus eiahts.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499440 2514-FL F2 FLOOR GIRDER 1 2 Job Reference toptional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries.Inc. Mon May OB 13:21:52 2017 Page 1 ID:migzTLjh7H1sSQCFVrnRO6zlaVJ-TQkU_O?4_TzulvOg9UZyNYLNKfEVDL4gDhD7pszIYYz 2, Scale=1:11.1 5x6= A 5x6 = B1.5x4 II C v 7 6x12 = G E H I 1.5x4 I 1.5x4 II 113 e 2 8-0 2-F.0 0 34 LOADING (psf) SPACING- 2-0-0FB . DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 0.17 Vert(LL) -0.04 E-F >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 0.55 Vert(CT) 0.05 E-F >999 360 BCLL 00 Rep Stress Incr NO 0,39 Horz(CT) -0.00 D nla n/a BCDL 50 Code IRC2015/TPI2014 Matnx-P Weight:49 Ito FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=1648/0-5-8,D=2232/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-1199/0.C-D=-1199/0,A-B=-3065/0,B-C=-3065/0 WEBS A-E=0/3235,C-E=0/3235 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:D-F=-10,A-C=-100 Concentrated Loads(lb) Vert:G=-1085 H=-1085 1=-1092 WA `i 0 Y rO�O A GISTER ' SSrONAL May 8,2017 ,&WARNING-Verffy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTekOD connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of IndMdual truss web end/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 9,5410 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499441 2514-FL F3 FLOOR GIRDER 1 2 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:53 2017 Page 1 ID:migzTLjh7H1SSQCFV rnR06zlaVJ-xcltBk?ilm5lf3bOiB4BwltN32XPymvJRLzhMlzlyyy r_ 2-" 0 Scale=1:18.0 1.5x4 I 4x12 = 1.5x4 II 1.5x4 II 4x12 = 1.5x4 II A K B L C D M E F u a N I H 3x10 = 3x10 = 4x8 = 4x8 = 43-8 5 e 8 9-10-0 43-8 13-0 43-8 Plate Offsets(X.Y)— (H:03-8,0-1.81,11:0-3-8.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.13 H-1 >870 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.18 H-1 >625 360 BCLL 0 0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.03 G n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-RH Weight:92 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8 Max Grav G=3789(LC 1),J=3718(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-J=-475/0,F-G=-990/0,B-C=-9514/0,C-D=-9514/0,D-E=-9514/0 BOT CHORD I-J=0/7419,H-1=0/9514,G-H=0/6325 WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,B-1=0/2264,C-1=-1075/0,D-H=-1510/0 NOTES- 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member H-E 2x4-1 row at 0-9-0 oc,member I-B 2x4-1 row at 0-9-0 oc ,member I-C 2x4-1 row at 0-9-0 oc,member H-D 2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard aV O�w `i�,� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 W Uniform Loads(plf) Vert:G-J=-10,A-F=-100 Concentrated Loads(lb) Vert:F=-891 E=-852 D=-1461 K=-1461 L=-1461 M=-326 51398� r' QISTE1z ' SSjONAL May 8,2017 AWARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suhe 312,Alexandria,VA 22314. Suite 109 Citrus Hej.KN,CA 95010 i w o D g 00 f z x m � ( ( m G) r m' � Or C)Y()aop0z 7 to m ° •°_* w n cr j d n�.y N O '1 - 7 A > 0 N =fD !O 7 a p CD O 7 0 m N n A n9-�n�3 p �� m w c .a Z o�,� 'm o m °_� DOO n Z C O O a ID N N•Q�^.� n a C O O (p y d N d N 7 C N � O n-a 3 y 7 D O N 0_ D) N N N O O ^' r 7 0 S (D c CD N`G CD 0O y A C,G 7 y fD Z a�.�� aa� Nf Ny N mC7n n v7 �' � .d o03 � one ��y01� � N CD �. D_N Q S Cn O' O �fO t o m o m�° o CD �� D ° C C.D Q ° 9'o 2 m ° m �y m d O N N �W d M fD O 0, � -I O Cn -� 0 N 00 C N lD N n =• N CD p•N N d 00 VNi in CD O N 0 �� -0, 7 C 7 O CO] 3 O N Q Q y 7 N ° a ° C7 a O-N n 7 Z m 5yo o- a- * o � o Z na0 a o � o �00a90_• -1 N � N l(o 7 CD N N ° N'a y' y N C_ �N - ,7.. ,N.a° p C y fD N N j' (D O N j �. O N O a� 7 0 7 3 7 S n d Q fG .? N O a N O N fD (D CL y N O f0 .O•' ^'N n •`z y 7 N 7 C' N 7 CD N Z ° CD O C N to C a m � O 7 N D) d O CD X 7 a. O ' .C�. 7 n CD '7 O 7 N Ef O y �S 7 CD N m CD m c c m m n v z n a c TOP CHORD cm x�o co � a O• �' y x fll O W r C 1 PV ,O 7 2 c CD m C m Z fA mQwm °' m mCniyzim0v �' n �M ° n o m� cr O �� �mN p y < N w m m m mCA7- (D D1 co' m W N 00N Om 2 CA c 7 u( D MN T > N 1 i3 CDK) rn ai N (DD c- m 'O m -4 r- O a O y N cn X co X D 0 3 �• M' �■ N m m o ,� < m �z n m cn _� c (Q m o to �• C.0 D z z 3 = U� �o N j 07 a v cmoo CA T m �1 N ' y0 O cn m Jm p � � = v CD O0 N .ZJ _ y f �c c �, 00 m 'o J A �, m _ m y ® ® 0 oo m o� o rF cD _ N z m y (D v z < c �M rn w �' 7 3 m Tm y o m N� N Z A 7A m cl, N j o m v Z mn N �_ O y 7 y (n O C _ z N S 1� Vt C A a 7 O m TOP CHORD N 'O f0 OD V N A W N O (O dD �l W N A W N Z0 wJm ID lu a�m°mcc30�o7'�D<1Nm y<7 vm�O�oo FJ0J 73ofaDi'O�a LS O1 c@N-2mdn y 1GaJH rtmo2 nJ ze Nm�3m�fmd mocDo_m�mi y � m lm4°°Nan C � No c 3D mN c °N O D d (2 °� m = m m m05 x- u 7o ( 3 a Q.- mJ m < ' c `NNON�N CC_OCG�CQD _m c m 3° E2 m v o " mo Q3 0 x mc m m CD "N ID o 9 n rn' I-x Mr O' w10m ° J 7nm m m7 O ° y ° OnNmmm� n.0) Nm X m v . m <J �c m 5wJ c @3 u m m � y 2 m 3 COD"o y ELaa-W(ca em �NMm n2 I - Q'c mJ oJm m3 ow n. 5° _ � am3 n °7.cc o CD 2 v J dQ cmN ID n m J °_ m °° Q c ?m ° Oo mmm^ 7m � o�010 ow2 n J m3 m m Rs m m •3 '<° 2 y ' � Ow Srn a? o m Zao 71mm oM (c= mN d a3 m oN S2 d� Dm n y -0 DZ-n3 m 0 zC QNm Kr O J<D n moc 1 INC m mo v •g ' m J ? fn m o„t J^m m' °� ' Jo ° y -��cQ a n a: ID -@, nm c 0 ID c 0 ccy U1 O* j 2 n°c- �' N-0 M D) N �j 41 (p(��• 3 N = N m m(G V �� J° 0 O p( n 7 O N p� 7(O < 3 W 1 Ma c- N V � 7 n n J .7 (p O- a C. N 0-n 0 O ID N m fD N F Q m(O N p J m 10 G O Ln �m n M CD 30 3 N Z 0 N 8-00 OD 20-06-00 19 06-0p N " 4-00-00 b B1 Al II N8W O 1 6-00-00 a '� C2 INfI V7 3 n r d 0 - - D4 Ad Fr 14-10-04 5-03-12 4.00-00 44)0-00 17-1040 04"D r nzo �Im,y vim`""--•� d - deceived Gar_ AUG 0 9 2017 r� Oar D.Ir—1 D.W-Nl go" LGI HOMES ).b Number Sh..t Tltl. iI \ D74't=Y.A—NFIF—AAIWlH ).b Name/Model 2514-FL Opq[R67pp-17i 17 Oeslpnet DAN C. TRUSS LAYOUT QTGJOII1f�1�JW..IM'.{VNi 9P!114M. 1F�{i.S911 Adl— oat. 518/2017 1 ,` 1,�`yi`{i MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2514-FL Fax 916/676-1909 LGI HOMES 2514 FL The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R50499425 thru R50499441 My license renewal date for the state of Washington is May 16,2019. -BRILL e J� WAS 7> 0 r0P ,p 51398 w� o Fcts7 � . Bt May 8,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI-1, Chapter 2. }_ I Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499425 2514-FL Al GABLE 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:38 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-tkuC2bgIH9DtMmx7KXJgpbm_l?aQx6H6?VgOLgzlYZB 0*8 Scale=1:30.9 A B C D E F G H I J K ] o W V U T S R Q P O N M L 2-0-0 2 4-0-0 6 0-0 8-0-0 10-0.0 12-0-0 14-0.0 18 0-0 18 0 0 19 3 0 2-0-0 2-0 0 2-0-0 2.OA 2-0 0 2-0-0 ' 0 0� Plate Offsets(X,Y)-- IA:Edge.O-0.121,fW:D-1-8.04121.fX:0-1-8.0.0-t21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0-15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 003 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 0.00 L n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:62lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 19-3-0 (lb)- Max Grav All reactions 250 Ib or less at joint(s)V,L,U,T,S,R,Q,P,O,N,M FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated 3)Gable requires continuous bottom chord bearing 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �R1tILL 9 WASH �YT ArA 51398 o q� k�cfST8Rb �sS�nNAL May 8,2017 WARNING-verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 01, building design-Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply =514 FLR50499426 2514-FL A2 Floor 9 o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:39 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-LwSaFxrw2TLk_wWKuFgvMolOgPhhgTdFD9axt6zlYZA 0-1-8 H'r 2-6-0 -1 o^ Scale=1:31.6 4xB= 3x4= 3x4 = 4x6 = A B C D E F G H I 0 uS P N M L K 3x6= 4x12 = 3x4 = 4x12 = 3x6 = 19-3.0 t Plate Offsets(X.Y)-- IA:Edae.0.0-12L[F:0-1-8.Edael.IM:0.1-8.Edae1.IP:0.1-8.0-0-12L10:0-1-8.0-0-121 LOADING (psD SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.73 Vert(LL) -0 33 M-N >686 480 MT20 185/148 TCDL 10.0 Lumber DOL 1,00 BC 0-99 Vert(CT) -0 49 M-N >470 360 BCLL 0.0 Rep Stress Incr YES WE 0.41 Horc(CT) 009 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:77 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing REACTIONS. (lb/size) 0=1045/0-5-6,J=1045/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2894/0,C-D=-2894/0,D-E=-3563/0,E-F=-3563/0,F-G=-2881/0,G-H=-2881/0 BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=0/3563,J-K=0/1714 WEBS B-0=-1951/0,B-N=0/1333,D-N=-695/0,D-M=-262/428,H-J=-1945/0,H-K=0/1325,G-K=-276/2,F-K=-912/0 NOTES- 1)Unbalanced floor live loads have been considered forthis design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1 5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards. ttRILL 6 y0�+ 51398 �F01ST8� ' SSI0NAL�NG May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall MR' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt 312,Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL 2514-FL A3 Floor 3 1 Job Reference Gonal R50499427 BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc, Mon May 08 13:21:40 2017 Page 1 I D:migzTLjh7H 1 sSQCFV rnR06ziaVJ-p6OySHrYpnTbb35WSyL8uOrF 1 p3VPxWOSpJVPYzIYZ9 0-1-8 H 2-6-0 IV"' 1� 0{W � - Scale=1:29.9 4xB= 3x4= 3x4= 4x6= 3x4 I 4x8 A B C D E F G H I J S 0 R j i .r 1" 6 6 P O N M L K 3x6 = 4x6= 3x4= 4x8= 5x8= 17$•12 17t64 17-6.12 0--8 Plate Offsets(X.Y)— WEdoe.0.0-121,W:0.1.8,Edoel,110.3.0,Edgel.f0:0.1-S,Edgel,IR:0-1-8,0-0-121.IS:0-1-8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0-01 J n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:76 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) J=952/0-1-8,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0 BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106,F-M=-660/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)All plates are 1 5x4 MT20 unless otherwise indicated 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in 7)CAUTION,Do not erect truss backwards. RRiLL �9 F Wa,ski �f� vSTe� SSr�NAL e�G May 8,2017 AWARNING-Vwffy design paramerem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Het Ms CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499428 2514-FL A4 Floor 2 1 Job Reference(optional) BMC, EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:41 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-HJaKgdsAa4bSDDgi?gsNRDOQnDPk8OmYhT32y?zIYZB 0-1-8 - H 1 24-0 I 1-3-0 � 1-3-0 � Scale=1:29.9 48= 3x4= 3x4 = 4x6= 3x4 II 4x8 I A B C D E F G H f J S 0 R P 0 N M L K 3x6 = 4x6= 3x4= 4x8= 5x8= 17.8-12 7 9-12 17.6-12 0 3 Plate Offsets(X.Y)-- [A:Edge.0-D-121.[F:0-1-8,Edae],IJ:O-3.O,Edgel f0:0.1.8.Edgel.IR:0-1-8,0-0.121,fS:0-1-8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 051 Vert(LL) -0.24 0-P >883 360 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 088 Vert(CT) -0.35 O-P >597 240 BCLL 0 0 Rep Stress Incr YES WB 0.36 Horz(CT) 0-01 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:76 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) J=952/0-2-14,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0 BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106,F-M=-660/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1 5x4 MT20 unless otherwise indicated 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards X' RWULL 6 WAsk 0 Ar 51398 SS��NAL E� May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MITek. is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 quality Criteria,DSB-e9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,SuBo 312,Alexandria,VA 22314. Suite 109 95610 g Job Truss Trusg Type city Ply LGI HOMES 2514 FL R50499429 2514-FL A5 FLOOR 3 1 Job Reference o tional BMC, EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:42 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-mV8jtztpLOjJrNFvZNNc Rwaldjitgzhv7ocURzIYZ7 0-1-8 H 2-6-0 i � 1-3-0 0*8 Scale=1:29.0 08 = 3x4= 3x4 = 48 = A B C D E F G H I Q P N M L K 3x6= 4xS= 3x4 — 4x6— 3x6= 17.9-12 17.9.12 Plate Oftsels(X,Y)-- [A;Edoe,0-0-121.[F:O.1-8.Edael.(M:0.1-8.Edael.[P:0.1-8.0-0-121.[0:0-1-8.0.0-121,[R:0.1.8.0-0-121.[S:0.1-8,0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,56 Vert(LL) -0 25 M-N >826 480 MT20 185/148 TCDL 10.0 Lumber DOL 1,00 BC 0.90 Vert(CT) -0 37 M-N >558 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:73lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 0=959/0-5-6,J=959/0-3-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-2574/0,C-D=-2574/0,D-E=-2926/0,E-F=-2926/0,F-G=-2547/0,G-H=-2547/0 BOT CHORD N-0=0/1560,M-N=0/3026,L-M=0/2926,K-L=0/2926,J-K=0/1558 WEBS B-0=-1770/0,B-N=0/1152,D-N=-513/0,D-M=-340/251,H-J=-1768/0,H-K=0/1122,F-K=-672/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,ORRX.L 4& ` J`O OY WASI� y>, 51398 4� �vrsTe�ti° ' ssIONAL ECG May 8,2017 AWARNING.Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mire building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt:312,Alexandria,VA 22314. Suite 109 Citrus Heichis. Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499430 2514-FL A6 GABLE 1 1 I 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:43 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnR06zlaVJ-Ehi55JuR6irASXg575urWeTgsOHicMWr8nY90tzlYZ6 0P8 0- [B Scale=1:28 6 A B C D E F G H I J V X 0 u5 U W '\AA/'AAX El T S R Q P O N M L K r 2.0-0 4.0-0 6-0-0 tl-0-0 10 0-0 12-0-0 14-0-0 16 0.0 17•�12 2-0.0 2-0-0 2 0 0 2-0 0 2 0 0 2-0-0 2-0-0 2.0� 1•B•12 Plale Offsets(X,Y)-- ►A:Edge,G-0.121,[U:0-1-8.0-0-121 [V:0-1-6,0.0-121.[W:0-1-8,0-0-121 [X:G-".0-D-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/def) L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1 00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 K n/a n/a BCDL 5.0 Code IRC2015ITPI2014 Matrix-R Weight:58 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No 2(flat) REACTIONS. All bearings 17-9-12. (lb)- Max Grav All reactions 250 Ib or less at joint(s)T,K,S,R,Q,P,O,N,M,L FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1 5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web). 5)Gable studs spaced at 2-0-0 oc 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means t "ILL 8 51398� 0/STER ' sSfONAL ECG May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall wl building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cftsl-fitiahlc CA M 10 �i Job Truss Truss Type Oty Ply 1LGI HOMES 2514 FL R50499431 2514-FL B1 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:44 2017 Page 1 I D:migzTLjh7H1 sSQCFVTnR06zlaVJ-iuGTlfu3t?z14hPHhoQ43s0?VQdnLpm_NRHiYJzIYZ5 0*8 Srale=1:33.2 3x6 FP= A B C D E F G H I J K L M �B AA Z Y X W V U T S R Q P O N 3x6 FP= p-B•12, 2 8-12 4 8-12 12V B 8 12 J0V, 2 12.8.12 J 12i 18-8-12 18 J2 0-B-12 0 2 0 0 2-0-0 2A.0 2-0 0 2-0 0 2 0 0 M 1-11-12 Plate Offsets(X,Y)-- [A:Edge.0-0-121.[AA:0.1-8.0-0-121,[AB:O-1-8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:67 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 20-7-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)Z,N,Y.X.V,U,T,S,R,Q,P,0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1 5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. RRX'C 6 J� Q WA. fT 51398q,� /STERYq CSS��NAL�'�G` May 8,2017 � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Me! is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 i Job Truss TFloo, ype Qty Ply LGI HOMES 2514 FLR50499432 2514-FL B2 5 1 Job Reference o tional BMC, EVERETT,WA 982C 3212 8 030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:45 2017 Page 1 I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-A4prW?vheJ5uir_TEVxJb3Y4SgoB4AZ8c51 G5mzlYZ4 2-6-0 1-3-0 1-1-0 0*8 Scale=1,33.8 4x6= 3x6= 3x4= 3x6 FP= 4x8 = A B C D E F G H I J K T o rb S 3x10= Q P O N M 3x6 FP= 3x4= 3x4= 4x12 = 3x6= 4x12= j 20.8.8 20-a-8 Plate Offsets(X,Y)— fA:Edoo.04)-121.fN:0-1-8.EdQe1,f0:0-1-8.Edge1.(S 0.1-8.0-D-121.[T:0-1.8,0.0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 400 Plate Grip DOL 1-00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.50 M-N >492 360 BCLL 0 0 Rep Stress Incr YES WB 0.44 Horz(CT) 0-09 L n/a n/a BCDL 5.0 Code IRC2015lTP12014 Matrix-R Weight:89 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-1:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals BOT CHORD 2x4 HF No.2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing L-Q:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) WEBS 2x4 HF No 2(flat) REACTIONS. (lb/size) L=1125/0-5-6,R=1125/0-2-10 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-3190/0,C-D=-3190/0,D-E=-4170/0,E-F=-4170/0,F-G=-4170/0,G-H=-3192/0, H-J=-3192/0 BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=0/3952,L-M=0/1868 WEBS J-L=-2120/0,B-R=-2112/0,J-M=0/1502,B-P=0/1508,C-P=-261/0,G-M=-863/0, D-P=-857/0,G-N=-158/586,D-0=-108/612,E-0=-326/38 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1 5x4 MT20 unless otherwise indicated 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)R 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards �RRiLL 8 o�wnsr�ti'�f� 51398 �� Fc�sTeR� �SSt�NAL May 8,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an Individual bullding component,not a truss system Before use,the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall of building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suilo 312,Alexandria,VA 22314. Suite 109 Chrus Hei hts CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499433 2514-FL B3 Floor 5 1 Jab Reference o tional BMC, EVERETT,WA 98205-3212 8.03O s Jan 23 2017 MiTek Industries,Inc Mon May O8 13:21:46 2017 Pagel I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-eGN Dj KwJPdDIJ_YgoDSYBH5EP E8ypcgHglmpdCzIYZ3 r 2-6-0 1-3-0�i 1-1-2� 1 8 14-k8 Scale=1:37 5 4x0= 3x6 FP= 3x4= 3x6 = 4x12 = 3x4 11 3x4 = A B C D E F G H 1 J K L V o v5 U T S R Q P O N M 3x6 = 4xl2 = 3x4= 3x4= 3x6 FP= 4x12 = 4x12= 7.2 . 1 $8 20.7.2 0- 8 1.11.14 Plate Offsets(X Y)-- IA:Edt1eA-0.121.1L:0-1-B.Edael.IQ:0-1-8.Edgel,fR:0.1-8 Edoel.IU:0.1-8,0.0.121.IV:0.1.8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.58 Vert(LL) -0 36 P-Q >688 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0 48 P-Q >513 360 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 008 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:99lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 HF No.2(flat) except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M-O:2x4 HF No.2(flat) WEBS 2x4 HF No 2(flat) REACTIONS. (lb/size) T=1087/0-2-10,N=1711/0-5-8 Max Grav T=1104(LC 3),N=171 l(LC 1) FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-3108/0,C-E=-3108/0,E-F=-4021/0,F-G=-4021/0,G-H=-4021/0,H-1=-2949/0, I-J=-2949/0,J-K=0/555,K-L=0/552 BOT CHORD S-T=0/1823,R-S=0/3828,Q-R=0/4021,P-Q=0/3751,N-P=0/1582 WEBS K-N=-265/0,B-T=-2069/0,B-S=0/1459,C-S=-25610,J-N=-2165/0,J-P=0/1591, H-P=-944/0,H-Q=-98/668,E-S=-817/0,E-R=-171/569,F-R=-302/71,L-N=-677/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1 5x4 MT20 unless otherwise indicated 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)T. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0,131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards LOAD CASE(S) Standard 411 o�WAS 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=l 00 Uniform Loads(plf) Vert:M-T=-10,A-L=-100 Concentrated Loads(lb) - Vert:L=-328 v0�+� 4� �ISTSR �sSf4NALe�� May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sufln 312.Alexandria,VA 22314. Suite 109 Citrus Heights-CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499434 2514-FL C1 Floor 3 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnR06zlaVJ-6SxcwgxxAwLcx87sMwznhUdUteYpY7UQ3PVVN9ezlYZ2 0-1-8 r 11-8 2•B•D I O-q-4 011t8 1 � Scale=1:23.3 1 5x4 I 46 3x4 11 3x4= 1 5x4 13x4= 3x4 14x6 A B C DE F G H o cS� N M L K3x4= J t 1.5x4 I 4x6= 3x4= 4x6= 1 5x4 11 113,11,112 N-a 13.0 4 ais Plate Offsets(X,Y)- WO-3-0,EdaeL[H:0-3-O.EdaeLIK:0.1-8.E4ae1dL:0-1.8.Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40-0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.07 L >999 480 MT20 185/148 TCDL 10-0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.11 L-M >999 360 BCLL 0 0 Rep Stress Incr YES WB 0,22 Horz(CT) -0.02 H n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:59 lb FT=0%F,12%E LUMBER- BRACING. TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=709/0-1-8,H=709/0-1-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-632/0,B-C=-631/0,C-D=-1709/0,D-E=-1709/0,E-F=-1709/0,F-G=-631/0,G-H=-632/0 BOT CHORD L-M=0/1413,K-L=0/1709,J-K=0/1413 WEBS A-M=0/915,H-J=0/915,F-J=-887/0,C-M=-887/0,F-K=0/416,C-L=0/416 NOTES- 1)Unbalanced floor live loads have been considered for this design, 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A,H. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. �81�•L 8 J� o�WAS v0�0 ,p851398� .� vrsTeR �sSr�NALG May 8,2017 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.f010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Addftional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suibr 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Qty Ply 2514-FL C2 Floor 1 1 LGI HOMES 2514 FL R50499435 job Reference tonal BMC, EVERETT,WA 98205-3212 8 030 s Jan 23 2017 MiTek Industries,Inc Mon May 08 13:21:47 2017 Page 1 ID:migzTLjh7H 1 SSQCFVTnR06ziaVJ-6SxcwgxxAwLcx87sMwznhUdTReaZYBIQ3P WNgezlYZ2 0-3-0 Scale=1:15 5 3x6 I 3x4 II 3x4 = 1 5x4 II A B C D 3x4= E L 1 5x4= rb cab 1 5x4 = K 3x6 = J I H G F 1.5x4 11 1.5x4 11 1.5x4 11 VN 3x4 = 8-2-14 0 7-11-14 Plate Offsets(X.Y)-- IC:0.1-8.Ed9el,[D:0-1-8,Edge] [J:Edsle.0.0.121.[K:0.1-8.0.0-121.fL:O- -8.0.0-121 LOADING (psf) SPACING- 2_0_0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 H-1 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.35 Vert(CT) -0.06 H-1 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0,14 Horz(CT) -0 01 F n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:37 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=426/0-2-14,F=426/0-3-8 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD A-B=-383/0,B-C=-383/0,C-D=-601/0 BOT CHORD H-1=0/601,G-H=0/601,F-G=0/601 WEBS B-1=-269/0,A-1=0/555,D-F=-678/0,C-1=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)Provide mechanical connection(by others)of truss to bearing plate at joints)A 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in 6)CAUTION,Do not erect truss backwards. J� of WAS 5139 �.t� �OfscBR� S`rrUNAL�yG May 8,2017 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suitu 312,Alexandria,VA 22314. Suite 109 Citrus Hei hts CA 96610 Job Truss cuss Type Qty Ply LGI HOMES 2514 FL R50499436 2514-FL D1 Floor 3 1 Job Reference (optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Man May 08 13:21:48 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-afV_8OyZwETSZli2weUODiAeplwnHbyal3Fwh5zlYZ1 0-1-8 r 1�u 2.6A i 1 512 1-3-0� 0M scale-1:255 1 5x4 I 1 5x4 = 3x6 II 3x4 II 3x4 = 3x4 II 3x4= 1 5x4 II 3x4= 1 5x4 = A 8 C D O E F G H P uS O N MLEE] K J3x4 = 1.5x4 I 3x6 = 3x6 = 1.5x4 3x4 = 0 14-11-12 01 6-7-10 8.2-10 Plate Offsets(X,Y)-- fE:0-1-8.Edael,tJ:0-1-8.Edae1.f0:0-1-8,0-0-121.IP:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0-33 Vert(LL) -0.05 I-J >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.08 I-J >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 1 n/a n/a BCDL 5.0 Code IRC2015frPI2014 Matrix-R Weight:64 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF N0.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=346/0-1-8,L=818/0-5-8,1=44310-3-7 Max Grant A=395(LC 8),L=818(LC 1),1=446(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-346/0,B-C=-344/0,E-F=-637/0,F-G=-637/0 BOT CHORD L-M=0/550,K-L=0/637,J-K=0/637,I-J=0/603 WEBS A-M=0/499,D-L=-274/0,C-L=-517/0,G-1=-684/0,E-L=-689/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in 6)CAUTION,Do not erect truss backwards. 0SRRML wnsr�Mc'�!��� 51398 qr� �it� �'OISTBR� - SSf�NALE�G May 8,2017 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guldance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CArus Heldhis.CA 95610 Job Truss Truss Type Oty Ply LGI HOMES 2514 FL R50499437 2514-FL D3 Floor 5 1 Jab Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:50 2017 Page 1 I D:migzTLjh7H 1 sSOCFVTnRO6zlaVJ-X1 dkZizgSdAocsR13 WU17FuNrR5lTstINkl mzzlYZ? 0-1-8 • Scale=9:33 4 3x4= 3x4= 3x4 I 4x6 = 3x4 = 3x6 FP= 3x6= A B C D E F G H I J K Xo U S R O O N M 3x4= 3x6 FP= 3x10= 3x6= 3x10= 3x6= 5-5-6 20-5.4 5.5-6 14-11.14 Plate Offsets(X,Y)-- [A:Edge,0-0-121.IB:0-1-8.Edae].IC:0-1-8,Edael,[G0.1-B.Edoe).[0:0-1-8,Edae1,[U:0-1.8,0-0-121.[V:0-1-8,0.0-121.[W:0-1-8.0.0-121.[X:0-1-8.D-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.25 M-N >716 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.32 M-N >561 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.04 L n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:84 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) L=801/0-5-6,T=258/0-3-6,P=1148/0-3-8 Max Grav L=805(LC 7),T=333(LC 10).P=1148(LC 1) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-380/62,E-F=-2057/0,F-G=-2057/0,G-H=-2024/0,H-J=-2024/0 BOT CHORD S-T=-62/380,R-S=-62/380,P-R=-62/380,O-P=0/1228,N-0=0/2057,M-N=0/2057, L-M=0/1269 WEBS B-T=-429/70,C-P=-492/0,E-P=-1483/0,E-0=0/992,F-0=-337/0,J-L=-1440/0, J-M=0/857,H-M=-320/0,G-M=-294/128 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)All plates are 1 5x4 MT20 unless otherwise indicated, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)CAUTION,Do not erect truss backwards. ��L 8 W r0�► 51398 SSjONALti�� May 8,2017 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111111.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 01 building design Bracing indicated is to prevent buckling of individual truss web andtor chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Heights,CA 95610 Job [D4 ss Truss Type JQty �Plly LGI HOMES 2514 FL R50499438 2514-FL GABLE 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 6.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-?EB6m2_SD9rl QmRdbm2jrKoCeFOGU_UO_1 UaIPzIYZ_ 0*8 0*8 Scale=1:33.6 3x6 FP= 2x4 I A B C D E F G H I J K L M AC o Z AB Y X W V U T S R Q P O N 3x6 = 3x6 FP= 0-5-6 0•),8 2•6-8 45•S &5.8 r 6.6-0 fas•e t2.5�8 t4-5.8 18•s-8 16-s-9 20.5.4 a18 ' 2.0.0 ' 2-0-0 ' 2-0-0 ' 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 1.11.12 i 0.4.0 Plate Offsets(X.Y)— IA:Edge.0.0.121,IM:0-1-8.Edae1.2:0.1-8,0.0-121,[AA:0-1-8.0-0-121,[AB:0.1-8.0-0-121.[8g.00 -8.0.0.12j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 100 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:67 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2(flat) REACTIONS. All bearings 20-2-4 (lb)- Max Grav All reactions 250 Ib or less at joint(s)Y,N.X,V,U.T.S.R.Q.P,O FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated 3)Gable requires continuous bottom chord bearing 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 5)Gable studs spaced at 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �RRILL Q.q ,19 F WASH t, .� SISTER �SSfONAL�NG May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and buss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite Iog Citrus H' ht A 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499439 2514-FL F1 FLOOR GIRDER 1 Job Reference o 8onal BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc Mon May 08 13:21:51 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-?EB6m2_SD9r1 QmRdbm2jrKo8PFyhUxRO_1 UaIPzIYZ_ [ 2-11-3 Srale:1"=1' A 4x5 F B 3x4= C4x5 II v u 3x4= 3x4 = C-1.14 6.5.6 ____6__-_t•14 0-3�8 Plate Offsets]X Y)-- [C Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 000 D-E >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 027 Vert(CT) -0 00 D-E >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0 01 D n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:53 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr except end verticals WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=1529/0-5-8,D=1855/0-11-14 FORCES. (Ib)-Max.Comp./Max Ten -All forces 250(Ib)or less except when shown TOP CHORD A-E=-450/0,C-D=-783/0,A-B=-284/0,B-C=-304/0 BOT CHORD D-E=0/2979 WEBS B-E=-2891/0,B-D=-2870/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc Webs connected as follows:2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00 Uniform Loads(pig Vert:D-E=-10,A-F=-100,C-F=-527 ,�9 pF W Concentrated Loads(Ib) `W Vert:F=-1034 C�0 51398 4 w� GISTOL sSIONAL ECG May 8,2017 A WARNING-VwHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,219 N Lee Street,Sufto 312,Alexandria,VA 22314. Suite 109 C'r s H-lohis,CA 95610 Job Truss Truss Type Qty Ply LG HOMES 2514 FL R50499440 I 2514-FL F2 FLOOR GIRDER 1 2 Job Reference optional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:52 2017 Page 1 ID:migzTLjh7HisSQCFVrnR06ziaVJ-TQkU_0?4_TzulvOg9UZyNYLNKfEVDL49DhD7pszlYYz Scale=1:11 1 5x6 A 5x6= B1 5x4 C v N 6x12 = G E H I 1 5x4 11 1,5x4 11 ONT 2-11-8 1 5-7 �� 0.3 8 2-" 2-8-0 04-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ltd PLATES GRIP TCLL 400 Plate Grip DOL 1,00 TC 017 Vert(LL) -0 04 E-F >999 480 MT20 185/148 TCDL 100 Lumber DOL 1 00 BC 0 55 Vert(CT) -0 05 E-F >999 360 BCLL 0.0 Rep Stress Incr NO WB 039 Horz(CT) -0 00 D n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-P Weight:49 Ito FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E or 2x4 DF No.t&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x4 DF 180OF 1 6E or 2x4 DF No.1&Btr except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) F=1648/0-5-8,D=2232/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD A-F=-1199/0,C-D=-1199/0,A-B=-3065/0,B-C=-3065/0 WEBS A-E=0/3235,C-E=013235 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 Uniform Loads(plo Vert:D-F=-10,A-C=-100 Concentrated Loads(lb) "c�1 Z11ER�LL 6 Vert:G=-1085 H=-1085 1=-1092 a1r F WASH Q O r A ,p 51398 O AL May May 8,2017 AWARNING-Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall mi {�ek' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrTPN quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suflu 312,Alexandria,VA 22314. Suite 109 r h95610 Job Truss Truss Type Oty Ply LGI HOMES 2514 FL R50499441 2514-FL F3 FLOOR GIRDER 1 Job Reference(optional) BMC, EVE RETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc Mon May OB 13:21:53 2017 Page 1 I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-xci tBk?ilm5lf3bOiB4BvAtN32XPymvJ RLzh MIzIYYy -0 �9-8-0 Scale=1:18 0 1 5x4 II 4x12= 1 5x4 I 1 5x4 11 4x12 = 1 5x4 11 A K B L C D M E F n u u a (V I H 3x10 = 3x10 = 4xB = US = r 4-3-6 5 6 8 9 10-0 4.3-8 1-3-0 Plate Offsets(X.Y)-- (H:038.0-1.81, LO-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0 13 H-1 >870 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.18 H-1 >625 360 BCLL 0,0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.03 G n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-RH Weight:92 lb FT=12% LUMBER- BRACING. TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No,1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, BOT CHORD 2x6 DF SS except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8 Max Grav G=3789(LC 1).J=3718(LC 3) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD A-J=-475/0,F-G=-990/0,B-C=-9514/0,C-D=-9514/0,D-E=-9514/0 BOT CHORD I-J=0/7419,H-1=0/9514,G-H=0/6325 WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,B-1=0/2264,C-1=-1075/0,D-H=-1510/0 NOTES- 1)2-ply truss to be connected together with 10d(0-131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member H-E 2x4-1 row at 0-9-0 oc,member I-B 2x4-1 row at 0-9-0 oc ,member I-C 2x4-1 row at 0-9-0 oc,member H-D 2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Unbalanced floor live loads have been considered for this design 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard WA ��f 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00 Uniform Loads(plf) �0 Vert:G-J=-10,A-F=-100 Concentrated Loads(lb) Vert:F=-891 E=-852 D=-1461 K=-1461 L=-1461 M=-326 YOB+ 51398 14r �it�, BOISTBIL� �' SSt�NALB�� May 8,2017 AWARNING-verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of deslgn parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Me!is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus s CA 95610 n U)W C/) r- 0 � N z X m I I m c) N o °: s O a 0 7w c c��m m a W m o aw n a O > G o y o VA nSp�nm f7 �C m e _n c a Z o F,-A 'm 9 o j agT m DO° n Z C W O ° 7 N N = 3 o-a n� (D fD W a N N 7 C W (a O I n-6 3 W 7 a O N d-0 N N ma N•N 0'0 .C. �� r CD O >• CCD CD 'W CD CD N N Z ° n.�° an= m = � N �n O �' 3 ,'W� »mn`� ° ox v 'w W �o 0?oo m o m CD o ° nm �� D � 0 cn Q Sao 2 o � vfD = gym �_ _ W o� W W f) fn W a �L fD O n -� 6� N O C fD O1 n 7 W ' COD Sr W n O CD M N CI = Q= C O' ° N 3 O a a N 7 y O a O Dj O-° fD 7 m W fD O !D o 0' fn 1 7 _ Q.o- Z = 0 3 Q .�jj Z 01 =�c7c y o' o mm.�� s � 3 ° aCD = 3 m o 0 CD spa?. D N M W n(O 7 CD n W N CD N' fD W W N Q O CD On O C W lD W N 7CD ° O l=n S ° S W ° n= `D 3 = W n W.N Q U3 j 0 O n N O W (D O O W qi O O f0 .D'•F q CD =C] °..z N = W = N 7 CD O CD W Z o' � d coo5'QM. oa m'vv C3 x o 7 (D W N CD m c m m n v Z � 1 a TOP CHORD c x xA0 � Q W. 5 rrl O 3 0 M C E cl-e �' O)� Z) CCn ow (CD � c my 1Za p ° m a m y �� n CAD �� rn a w m cn m r z x m �' o � � o T Oa N mm a° e, r ao CD o m w mWN� c CED; � y N a ° ,nrz_; _ c Cl) W' N � a y r O ^� n W W CD a m m ;a -jr O O: CD c W N cn o LJ fn X m a ON (D o < m �c n W w "co z Z 3 = Cl) o N. N (D a °�° frig T Dm X , f 'm Cl) ' W O m m -1; 0 p � ° 7 Sr O N fn 0 -10 � " ' U) ,`w A x .L a Cl)a W fA m r O N 4 m y _ m o rh m ® a ® ' N Z 1 < CD o Tm °' vn e w N o cr CD N Z Xn m NW 7 -r n �9y, 7 o m � Z m m o a (n fn O Cl) CD CCD : S - cn G-5 A CL W fD O m TOP CHORD -1 W N A W N O Z fND > a ID p G N O ? C d N N ? ? O M,N .�.. W N O W m W O. G V7 O m O O N > y p n,p O_c W(D c O Q y —w 1D�p 0•W m 3 5 a x >•� m N O a �Z m1c3f U5 W m y3 �= �Dm ow '<_> >>� m m m -�^ 2� W c c W 3 O - o ° FD a� av -" �m o W Nam 3 �° m x v c m W m CD �m n m= (c.�_m n > > o a vai m �, W D o_v,y �� x � M WO W m ° o• S m m - c m'�� 9 o m° m ° fD v a m m m m c 3 w m m °m .050. O O Y/ c�3 ao- m 010 n �d . 0 �^ c -0 y mN m'�o N � �. m3 mm° v, �2y D' a n$m1° X� � TI mum m� � �: �m S -m CD am �'� ash d0 nm 3N °am 0 moo o � Q�.�'c m �3 °N m Dm� m c� o� c °. 0 2�- a> > > c�m m a> > m mZ(ow CD C (7 j C 0 O (('mapp"' [] 2 O y C O N C j n fn C 7 ° m f2n A -g C O�j' m N - p- 9@ U) G C N d jr o N O �9 1.O.0 .�a N O-J 0 ?z 2 m N G a N O d� Aa mm3 l� m mm �E mo .W m3_: 33 a� �com yNN cg .%� m 'c n o >6; E o fy O m <.m oc��o m 3 �°�- n �N �W a-� w m -= Zm m ° a D2m a3 °1� W C N c m a 6 '� l0 7 0 0 7 Z n O c O f0 m m 0; m `C 3 y m c o m m a :y °�w c D m n m m, v ° a w ` Q W 9 o m � 4. a a o L7 n <<o' m(D Z c v, z C/w) to O•C a V N O m C m m fD O Q n (� �m m d m N �I p a -0 p y f0 7 W O ^° c �� M CD O p � 2 n' fIl N N N O N G m O m O •TZ: J �� n O O m a O m m n fD i 0 c Cr �c a v �o v °l y �n v W �y �v � 0 2 w �0 3 /—}�h �N O > m b SR � my m W m 3 m cv 4 C2 na 3m F. a o- m0n m m m nN ao 'OOU P�F ° co 3 m CD c l O !-'F CD N Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 2514 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value Factor' Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°,e n/a n/a Ceilingk 491 0.026 Wood Frame Wall9-m," 21 int 0.056 Mass Wall R-Value' 21121" 0.056 Floor 30 0.029 Below Grade Wall' 10/15/21 int+TB 0.042 Slab"R-Value& Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. E2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1 b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 D 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 1.0 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 1.0 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.51-7.1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions .@IVC:CI AUG 0 9 ?017 No llool Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. 'Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information Plan 2514 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 0.01 0.00 Exempt Glazed Fenestration (15 sq.ft. max.) FFP 1 0.01 0001 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 6 20.0 6.00 0.30 1 2 6 ° 17.8 5.33 Guest 0.30 1 3 5 15.0 4.50 Great Room 0.30 1 5 5 25.0 7.50 Dining 0.30 1 6 6 10 41.0 12.30 Great Room 0.30 1 3 5 15.0 4.50 Master Bedroom 0.30 1 5 5 25.0 7.50 Stairs 0.30 1 2 2 4.0 1.20 Bedroom 2 0.30 1 3 5 15.0 4.50 Bedroom 3 0.30 1 5 5 25.0 7.50 Bonus Room 0.30 1 3 5 15.0 4.50 Bedroom 4 0.30 1 2 2 4.0 1.20 0.30 1 3 1 15 15.0 4.50 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 236.8 71.03 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Descri tion Ref. U-factor Qt. Feet 1nch Feet Inch Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA L0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 236.8 71.03 J Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2016 Washington State Energy Code fWSEC)and ACCA Manuals J and S.This calculator will calculate healing loads only ACCA procedures for sizing cooling systems should be used to determine cooling loads" The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30, The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.if you do not see the selection you need In the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. hrO ocl Information Contact Information Plan 2514 Heatina System Typo: O All Other systems O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Desfan Temperature Instructions I Design Temperature Difference(AT) 47 Marysville AT=Indoor(70 degrees)-Outdoor Design Temp Area of Suildina dd Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2,514 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 23,360 Glazing and Doors U-Factor X Area = UA Instructions 0.30 237 71.10 Skyliahts U-Factor Xr Area = UA Instructions 0.50 L � Insulation Attic U-Factor X Area = UA Instruct ons R-99 0.026 1.513 39.34 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions No selection rl Select R-Value v --- Above Grade Walls(see Figure f) U-Factor X Area UA Instructions �R-2t[ntermediate _ j 0.056 2,670 149.52 Floors 1 U-Factor X Area UA Instructions 0.029 t.513 43.88 R-30 v Below Grade Walls(see Figure t) U-Factor X Area UA Instructions No Below Grade Walls in this project. .� -- LJ --- Slab Below Grade(seeFiaure 1) F-Factor X Longth UA Instructions Select conditioning �� No selection --- Slab on Grade(see Figure i) F-Factor X Lenoth UA Instructions �No Slab on Grade in this project. V -'- Location of Ducts Instructions conditioned ce Duct Leakage Coefficient Spa �i� 1.00 Sum of UA 303.84 Envelope Heat Load 14,280 Btu/Hour Figure 1. SumofUAXAT Air Leakage Heat Load 11,868 Btu/Hour _ Volume X 0.6 X AT X 018 nUow(:facto Building Design Heat Load 26,148 Btu/Hour Air Leakage r Envelope Heat Loss Building and Duct Heat Load 26,148 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 36,607 Btu/Hour Building end Duct Heat Loss X 140 for Forced Air Furnace Building and Duct Heat Loss X 1,25 for Heat Pump (071gull) Date: 04/10/2026 Perm t#: 1601 Permit Date: 08/14/2017 Review Date: 08/15/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 08/22/2017 Scheduled Time 00:00 Com pleted Date: 08/15/2017 Description: No land use issues. Review Status: Assigned To: Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900006300 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9004 170th Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 63 B lock: Permit#: 1601 Permit Date: 08/14/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 9028 168th Street NE Applicant, City, State, Zip: Arlington,WA98223 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 303353.10 Square Feet: 2894 Num ber of Stories: 2894 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 09/05/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900006300 9 004 170th Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus 09/29/2017 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 08/15/2017 RESIDENTIAL SINGLE No land use issues. FAMILY 08/15/2017 RESIDENTIAL SINGLE z.Rick Karns FAMILY Fees Fee D escription N otes A m cunt Building Plan Review T able 4-2 $1,968.85 Building Penn i T able 4-1 $3,029.00 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) 1 @$25 $25.00 Mechanical Base P erm i Fee $25.00 Park-Com m nity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 M echanical Com m mial Perm i T able 4-7;Per Unit 1 6 @$12 $192.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-SF S ingle Fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $10,371.35 Attached Letters Date Letter D escription 08/31/2017 Building Perm i Paym arts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 08/31/2017 LGI Hom cs-Washington Check#5152 K ristin Foster $8,402.50 LLC 08/31/2017 LGI Hom cs-Washington Check#5151 K ristin Foster $1,968.85 LLC O utstanding Balance $0.00 Notes Date Note C reated By: 08/15/2017 Lot 63-Palix Kristin Foster Uploaded Files Date File Nam e 09/06/2017 2582909-1601 Issued Perm i.pdf 08/15/2017 2529847-1601 Site Plan.pdf 08/15/2017 2529848-1601 Apnlication.pdf